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  • Users: JKJohn
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  1. JKJohn

    Gazebo with Open Sides and Hipped Roof

    Does ASCE 7 addresses this at all? Stumbled over the thread507-483715, which suggests using chapter 29. I don't believe the ASCE address this case at all. Any suggestions?
  2. JKJohn

    Wood Parapet Detail with Straps only

    Hi everyone, thanks for reading. I am working on a residential project with a flat roof and a wood deck on top of it. One side of the deck has a parapet that also serves as rail to the deck. Balloon framing is an option but with a high ceiling and a few feet of space between the deck and the...
  3. JKJohn

    Random Cracking in Drywall

    Greeting - I have been called to inspect cracking in drywall. This is in exterior wall-top level-row house-60 years old. The cracking is random. The structure does not show any type of movement or stress. I attached a picture of the drywall. Any ideas? BTW, I hope I am posting at the right...
  4. JKJohn

    Two-Way Bending in Wood

    Greetings - Is two ways bending allowed in wood posts? Looking at a high fence post (12-feet) that is from one side supporting typical fence on the other side the fence is cantilevered off the post (neighbor wall that we are not allowed to attached the fence to it) Thanks in advanced
  5. JKJohn

    FIRE DESIGN REQUIREMENT FOR WOOD MEMBERS

    Hello - I am using Woodworks sizer and concept. It seems that the software is requiring every design for all wood members to be verified for fire design. Is this a requirement in the IBC? or is it just something WoodWorks folks decided to added? Thanks John
  6. JKJohn

    Longitudinal Split in wood

    Hi All - I have inspected an attic with wood trusses. It was built 40-years ago. I found numerous number of split members. The members are in both tension members and compression members. I could not identify a pattern. They are random. This image represents the type of cracks I found. I did a...
  7. JKJohn

    Floor Wood Truss Capacity

    Hello all - We are trying to evaluate existing floor wood trusses. The contractor wants to hang some mechanical equipment. Is there a place where I could find the capacity of these trusses? We have double cords, 20" deep and span 27feet in commercial. Or do I have to run the numbers? Thanks...
  8. JKJohn

    One Engineer Stamps Calculations another Engineer Stamps Drawings

    Hi all - I am reviewing engineering drawings. The firm has provided calculations stamped by one of their engineers and drawings stamped by another engineer. Not that it matters, but both engineers work for the same firm. Is there an issue with this? Thanks in Advanced! John
  9. JKJohn

    Post Installed Anchor Testing

    During the installation of a storage facility, we failed to inspect the anchor bolts during installation. Now, the code department is asking us to perform a pull out test to verify the installation. The designer load calculation shows 6000lbs in tension on that anchor. Should the anchors be...
  10. JKJohn

    New addition on top of a tilted brick wall

    Trying to add a new level on top of an existing two wythe (8-in ). The original house is an end unit two story row house (about 80-year old). The wall is tied to the joists with a star and bolt system. There is a tilt in the wall that start from 0 at the roof level, 2-inch at the second floor...
  11. JKJohn

    Unsuitable Soil

    One situation in two different projects: 1- Area under S.O.G.. Unsuitable soil was found and removed. The testing agency proposed filling with geotextile fabric with 57 stone. The Geotechincal Engineer rejected it. 2- Area under road. Unsuitable soil was found and removed. The testing agency...
  12. JKJohn

    Void around the center bar of an Auger Cast Grout pile

    We have done 24" Auger Cast Grout piles. The piles have a center bar and a cage bar. The piles were over poured by 3 feet (as designed). During chipping the extra 3-feet we found a void around the center bar at the bottom of the extra grout. The contractor said this is typical. They claimed...
  13. JKJohn

    Horizontal Cold Joint in Unreinforced Underpinning

    Underpinning a wall footing of a two story masonry building (not much loads but very very critical structure) The underpinning (no reinforcement) is segmented at 4-feet each. The depth is about 5 feet down from the bottom of the footing. For one of the segment, the contractor ran out of concrete...
  14. JKJohn

    Vibration next to fresh concrete

    Three separate foundation systems. All are in the same job site and all are delegate design. There are Underpinning, Auger Cast Piles, and concrete driven piles. We initially had the driven piles go in first, then underpinning, then auger piles. We had delays and at this point we are going to...
  15. JKJohn

    Soil Segregation

    What causes gravel segregation? and does it matter as long we reach the specified compaction?[
  16. JKJohn

    Hole size limitation in the AISI

    Is there a standard that limit hole size and distance of hole to edge for cold-formed steel columns?
  17. JKJohn

    Occupancy Load and Live Loads

    What are the bases that the IBC/ASCE uses to determine the live load on structures? For example, the live load for an Assembly area with movable seats is 100 psf. The IBC requires the Occupant Load to not exceed one occupant per 5 square feet. Assuming the average person weight to be 250 lbs...
  18. JKJohn

    WOOD DESIGN VALUES

    I was called to evaluate a 1930 roof structure and the possibility of installing a roof top 1000 lbs A.C. unit. I was not able to locate any grading or stamps on the 2x10 wood joists. Any suggestion on how to find the design values for these joists?
  19. JKJohn

    Shallow vs. Deep Foundation Cost Comparison

    The Geotechnical report requires the removal of the man fill layer to access a suitable soil. This layer is 8 feet deep. The site is about 185x130 feet. The shallow foundation design requires about 50 single footers. We were asked to provide a cost comparison between deep foundation and shallow...
  20. JKJohn

    AISI steel stub-column testing

    What is the failure criterial for the stub-column test as defined by the AISI?

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